19970708 Ver 2_More Info Received_20090209

ILF? THE LPA GROUP of North Carolina, p.a.
Transportation Consultants
5000 FALLS OF NEUSE ROAD ¦ SUITE 304 ¦ RALEIGH, NORTH CAROLINA 27609 ¦ 919-954-1244 ¦ FAX [phone]
February 6, 2009
Annette Lucas
NCDENR-DWQ
Wetlands and Stormwater Branch
1650 Mail Service Center
Raleigh, North Carolina 27699-1650 D IR IRL
,all
Re: Coastal Carolina Regional Airport FEH 9 2009
Runway 22 Safety Area and RPZ Improvements
WETLANDS AND
5T?FtMW?TF.:(c ???? tl
Dear Ms. Lucas:
Enclosed please find a set of the plans and supporting documentation for the above
referenced project for the Stormwater Management Permit Application that will be
submitted to the Washington regional office. Ed Small requested that I submit a copy to
you.
The Safety Area and RPZ Improvements project is being completed to comply with FAA
regulations for grading and obstruction at the end of Runway 22 at the Coastal Carolina
Regional Airport. As part of the project, we will be regrading part of the safety area and
clearing vegetation.
Ed Smail informed me that you had a question about the runoff flow from the road and
the flow to trap "B". The runoff from the road will travel thorough fifty to sixty feet of
grass at a maximum slope of three percent. During construction this runoff will be
diverted by temporary swells to sediment traps. Trap "B", located at the north-west edge
of the project, will have a peak discharge of 0.12cfs. See enclosed documentation for
more information.
If you have any questions or need additional information, please do not hesitate to call.
Sincerely,
THE LPA GROUP of North Carolina, p.a.
Charles Harrison
Senior Designer
Enclosures
Member of THE LPA GROUP INCORPORATED
ATLANTA ¦ BALTIMORE ¦ BATON ROUGE ¦ CHARLOTTE ¦ COLUMBIA ¦ GREENSBORO ¦ IRVINE ¦ JACKSONVILLE ¦ KENNESAW ¦ KNOXVILLE ¦ LITTLE ROCK
McLEAN ¦ MOBILE ¦ NASHVILLE ¦ OCEAN SPRINGS ¦ ORLANDO ¦ RALEIGH ¦ SARASOTA ¦ TALLAHASSEE ¦ TAMPA ¦ WEST PALM BEACH
Maps and Documents
for the
Stormwater Management Permit
of
RUNWAY 22 SAFETY AREA AND
RPZ IMPROVEMENTS
COASTAL CAROLINA REGIONAL AIRPORT
NEW BERN, NORTH CAROLINA
THE
LPA 0-"OA
GROUP
THE LPA
GROUP of
North Carolina, p.a.
5000 Falls of Neuse Road, Suite 304
Raleigh, North Carolina 27609
Member of THE LPA GROUP INCORPORATED
OCTOBER 2008
?n
I VD§ rs- R
FED `? Z??09
?pS PNp";''?r
(ltrnue4launtg
RUNWAY 22 SAFETY AREA AND RPZ IMPROVEMENTS
AT
COASTAL CAROLINA REGIONAL AIRPORT
PROJECT DESCRIPTION AND PURPOSE
This project is being completed to meet FAA standards for safety areas at the Coastal Carolina
Regional Airport. The existing area will be regraded to expand the safety area and insure that
maximum slope allowances are met. As part of the project, approximately 630' of the existing
perimeter road that travels around the safety area will be redirected. The area of the project limits
is 3.1 acres.
This project lies within the Neuse River Basin. Runoff from the site flows from the safety area
into existing ditches that lead to Scott's Creek. Scott's Creek is considered a class SC waterway,
with supplemental classifications as Sw (swamp waters) and NSW (nutrient sensitive waters).
We are applying for a Section 404 Permit (Corps), Section 401 Water Quality Certification
(DWQ), and a Coastal Zone Consistency (Division of Coastal Management) permits for the
Scott's Creek area.
SOILS INFORMATION
The historical findings for this area indicate the project site consists of interbedded very loose to
medium dense clayey, silty, or clean sands (SP, SM, SC) and very soft to firm silts or clays (MH,
CL, CH). The topsoil thicknesses were between 3 to 6 inches. The groundwater elevation at the
time borings were taken was approximately 1.5 to 8 feet below the existing ground surface.
In addition, soils in the area were determined to be Bragg (BrB) soils, which are hydrologic
group C.
EROSION AND SEDIMENT CONTROL MEASURES
A variety of measures will be employed to control sediment runoff and prevent erosion during
and after construction of this project. Temporary sediment traps, diversion ditches and silt fence
will be used to control sediment on the project site during construction.
Looking at the enclosed Drainage Area Map, the runoff from Area 1 will sheet flow and be
directed by diversion ditches to the north-east corner of the safety area. In the north-east corner
of Area 1 a temporary sediment trap will be set up with a slope drain for the out flow. Area 2 will
use a combination of sheet flow and temporary diversion ditch to direct flow into a temporary
sediment trap. Areas 3 will use silt fence and erosion control matting to control any sediment.
In addition, all disturbed areas will be seeded and mulched at the completion of construction.
The construction plans specify that no area where activities have temporarily or permanently
ceased shall remain without stabilization for more than 21 calendar days.
Safety Area ImProvement
I October, 2008
CONSTRUCTION SEQUENCING
General construction sequencing parameters have been described in these plans and
specifications. The Contractor will be required to incorporate these guidelines into a detailed
erosion control plan and construction sequencing schedule, which must be approved prior to the
' start of construction.
The Contractor will be required to take appropriate erosion and sediment control measures
during construction and to conform to all local and state laws pertaining to the environment.
Temporary runoff and sediment control facilities are included in the project design and are the
responsibility of the Contractor to install and maintain throughout construction as has been noted
in the plans.
It is anticipated that the Contractor will proceed with construction as follows:
• Install silt fence as shown on the grading plan.
• Install sediment trap as shown on the grading plan.
' • Install diversion ditches.
• Strip topsoil and stockpile onsite.
• Start grading activities including demolition of existing perimeter road and
' reconstruction.
• Cover all 4:1 slopes and ditches with Type 1 temporary erosion control matting, seed and
mulch as grading operations allow.
• Complete grading activities.
0 Once permanent vegetation has been established, Contractor shall remove the temporary
erosion control devices and reseed as necessary.
Maintenance of the all BMP's will remain the responsibility of the Contractor until completion
of the project and permanent vegetation has been established. The Coastal Carolina Regional
Airport will be responsible for maintaining permanent vegetation once the Contractor has
removed all temporary erosion control measures and the project is completed.
See enclosed drawings and specifications for additional information.
1
1
' Safety Area Improvement 2 October, 2008
GEOTECHNICAL REPORT
Note: The information in this report is offered for information purposes only. Neither THE LPA
GROUP, nor the owner makes a claim to the completeness or accuracy of the findings.

1
Safety Area Improvement
October, 2008
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PROJECT: Craven County Regional Airport
Craven County, North Carolina TEST BORING RECORD B-22
1051-03-117
NOTES: Boring location is approximate.
DATE DRILLED: 6118103 ELEVATION: Ground Surface
DRILLING METHOD: 3-114" HSA BORING DEPTH: 10.0 ft
LOGGED BY: A. NASH WATER LEVEL: 2' After 24 Hrs.
DRILLER: M. MOSELEY DRILL RIG: CME-750

U J
W
W
O
STANDARD PENETRATION TEST DATA
= a. o MATERIAL DESCRIPTION _j J
6:
Q ;
(blows/ft)
N-value
C) W W
(7 N Z
w
3 10 20 30 .6.0.8.0. -

OSOIL
P
Firm Gray-Tan Fine Sandy CLAY (CL), Moist
i
Medium Dense Tan Silty Fine SAND (SM),
Saturated
14
5
Medium Dense Tan Fine SAND (SP), Saturated
17
Soft Dark Gray-Green Clayey SILT (MH), Wet
4
10
Boring terminated at 10 feet below existing ground
surface. Groundwater was observed in borehole at a
depth of 2 feet after 24 hours.
15
20-
25-
30-
NOTES
:
?.THIS LOG IS ONLY A PORTION OF A REPORT PREPARED FOR THE
NAMED PROJECT AND MUST ONLY BE USED TOGETHER WITH
THAT REPORT.
2. BORING, SAMPLING AND PENETRATION TEST DATA IS IN
GENERAL ACCORDANCE WITH ASTM D•1586.
3. PENETRATION (N•VALUE) IS THE NUMBER OF BLOWS OF 140 LB.
HAMMER FALLING 30 IN. REQUIRED TO DRIVE 1.4 IN. I.D. SAMPLER
1 FT.
4. STRATIFICATION AND GROUNDWATER DEPTHS ARE NOT EXACT.
5. WATER LEVEL IS AT TIME OF EXPLORATION AND WILL VARY.
Page 1 of 1
S&ME
ENGINEERING • TESTING
ENVIRONMENTAL SERVICES
3109 Spring Forest Road
Raleigh, NC 27616
PROJECT: Craven County Regional Airport
Craven County, North Carolina TEST BORING RECORD B-23
1051-03-117
NOTES: Boring location is approximate.
DATE DRILLED: 8118/03 ELEVATION: Ground Surface
DRILLING METHOD: 3-114" HSA BORING DEPTH: 10.0 ft
LOGGED BY: A. NASH WATER LEVEL: 3.1' @ TOB
DRILLER: M. MOSELEY DRILL RIG: CME-750

U J
W
W W
p
STANDARD PENETRATION TEST DATA
=
a?
W a. U MATERIAL DESCRIPTION -'
W 0-o m (blows/ft
) N-value
w
O v Q o w v
Z W
3 10 20 30 60 80
TOPSOIL
Very Loose to Medium Dense Tan-Gray Silty Fine
SAND (SM), Saturated
4
FfC
5 16

12
Firm Dark Gray-Green Clayey SILT (MH), Wet

10 5
Boring terminated at 10 feet below existing ground
surface. Borehole caved at 3.5 feet below existing
ground surface. Groundwater was observed in
borehole at a depth of 3.1 feet at termination of
boring.
15
20-

30-
NOTES
:
1. THIS LOG IS ONLY A PORTION OF A REPORT PREPARED FOR THE
NAMED PROJECT AND MUST ONLY BE USED TOGETHER WITH
THAT REPORT.
Z BORING, SAMPLING AND PENETRATION TEST DATA IS IN
GENERAL ACCORDANCE WITH ASTM D-1586.
3. PENETRATION (N -VALUE) IS THE NUMBER OF BLOWS OF 140 L8.
HAMMER FALLING 30 IN. REQUIRED TO DRIVE 1.4 IN. I.D. SAMPLER
I FT
4. STRATIFICATION AND GROUNDWATER DEPTHS ARE NOT EXACT.
5. WATER LEVEL IS AT TIME OF EXPLORATION AND WILL VARY.
Page 9 of 1
^?v
S E
ENGINEERING • TESTING
ENVIRONMENTAL SERVICES
3109 Spring Forest Road
Raleigh, NC 27616
PROJECT: Craven County Regional Airport
Craven County, North Carolina TEST BORING RECORD B-24
1051-03-117
NOTES: Boring location is approximate.
DATE DRILLED: 6/18/03 ELEVATION: Ground Surface
DRILLING METHOD: 3-1/4" HSA BORING DEPTH: 10.0 ft
LOGGED BY: A. NASH WATER LEVEL: 6.8'@ TOB
DRILLER: M. MOSELEY DRILL RIG: CME-750

U J
>
W w
p
STANDARD PENETRATION TEST DATA
? (7

o

MATERIAL DESCRIPTION a 4)
(blows/ft)
N-Value
Q v Q W Q o w
C?
(0 Z

W
10 20 30 .6.0.8.0.
TOPSOIL
Firm Tan-Brown Fine Sandy CLAY (CL), Moist
6
Medium Dense White Fine SAND (SP), Saturated
20
5
Medium Dense Tan Silty Fine to Medium SAND
(SM), Saturated Q
FfC 20
Loose Orange Clayey Fine SAND (SC), Saturated

E 9
10 Boring terminated at 10 feet below existing ground
surface. Borehole caved at 7.2 feet below existing
ground surface. Groundwater was observed in
borehole at a depth of 6.8 feet at termination of
boring.
15
20
25
30
NOTES:
1. THIS LOG IS ONLY A PORTION OF A REPORT PREPARED FOR THE
NAMED PROJECT AND MUST ONLY BE USED TOGETHER WITH
THAT REPORT.
2. BORING, SAMPLING AND PENETRATION TEST DATA IS IN
GENERAL ACCORDANCE WITH ASTM D-1586.
3. PENETRATION (N-VALUE) IS THE NUMBER OF BLOWS OF 140 LB.
HAMMER FALLING 30 IN. REQUIRED TO DRIVE 1.4 IN. I.D. SAMPLER
1 FT.
4. STRATIFICATION AND GROUNDWATER DEPTHS ARE NOT EXACT
5. WA TER LEVEL IS AT TIME OF EXPLORATION AND WILL VARY.
Page 1 of 1
S&ME
ENGINEERING • TESTING
ENVIRONMENTAL SERVICES
3109 Spring Forest Road
Raleigh, NC 27616
PROJECT: Craven County Regional Airport
Craven County, North Carolina TEST BORING RECORD B-25
1051-03-117
NOTES: Boring location is approximate.
DATE DRILLED: 6/18/03 ELEVATION: Ground Surface
DRILLING METHOD: 3-1/4" HSA BORING DEPTH: 10.0 ft
LOGGED BY: A. NASH WATER LEVEL: 4.4'@ TOB
DRILLER: M. MOSELEY DRILL RIG: CME-750

U J
>
W w
p
STANDARD PENETRATION TEST DATA
~

w = U

Q o

MATERIAL DESCRIPTION
-j
a >-
F' -,
°
(blows/ft
)

N-value
W
v W a o W -w
-
(? F- V) Z J
ul
3: 10 20 30 60 80
TOPSOIL
Very Loose Tan Silty Fine SAND (SM), Saturated
3
Very Loose to Loose Tan Fine to Medium SAND
(SP), Saturated
5

4
Soft Orange and Gray Slightly Fine Sandy CLAY
(CH), Wet
4
10 Boring terminated at 10 feet below existing ground
surface. Borehole caved at 4.6 feet below existing
ground surface. Groundwater was observed in
borehole at a depth of 4.4 feet at termination of
boring.
15
20
25-
30-
:
NOTES
1. THIS LOG IS ONLYA PORTION OF A REPORT PREPARED FOR THE
NAMED PROJECT AND MUST ONLY BE USED TOGETHER WITH
THAT REPORT.
Z BORING, SAMPLING AND PENETRATION TEST DATA IS IN
GENERAL ACCORDANCE WITH ASTM D-1586.
3. PENETRATION (N-VALUE) IS THE NUMBER OF BLOWS OF 140 LB.
HAMMER FALLING 30 IN. REQUIRED TO DRIVE 1.4 IN. I.D. SAMPLER
1 FT.
4. STRATIFICATION AND GROUNDWATER DEPTHS ARE NOT EXACT.
5. WATER LEVEL IS AT TIME OF EXPLORATION AND WILL VARY.
Page 9 of 1
?H
S&ME
ENGINEERING • TESTING
ENVIRONMENTAL SERVICES
3109 Spring Forest Road
Raleigh, NC 27616
PROJECT: Craven County Regional Airport
Craven County, North Carolina TEST BORING RECORD B-26
1051-03-117
NOTES: Boring location is approximate.
DATE DRILLED: 6/18103 ELEVATION: Ground Surface
DRILLING METHOD: 3-114" HSA BORING DEPTH: 10.0 ft
LOGGED BY: A. NASH WATER LEVEL: 4' @ TOB
DRILLER: M. MOSELEY DRILL RIG: CME-760

v J
W
w W
O
STANDARD PENETRATION TEST DATA
_
D
(D
Q6
nz
MATERIAL DESCRIPTION J a > F ?,
JD (blows/ft ) N-value
W
o Q W Q o w
(? Q (n Z J
W
3 10 20 30 .6.0.8.0.
TOPSOIL
Loose Tan Silty Fine SAND (SM), Moist to
Saturated
10

5 - 8

Loose Tan-Gray-Orange Clayey Fine to Medium
SAND (SC), Saturated
7
10 8
Boring terminated at 10 feet below existing ground
surface. Borehole caved at 4.3 feet below existing
ground surface. Groundwater was observed in
borehole at a depth of 4 feet at termination of boring.
15
20
25-
30-
NOTES'
1. THIS LOG IS ONLY A PORTION OF A REPORT PREPARED FOR THE
NAMED PROJECT AND MUST ONLY BE USED TOGETHER WITH
THAT REPORT.
Z BORING, SAMPLING AND PENETRATION TEST DATA IS IN
GENERAL ACCORDANCE WITH ASTM 0-1586.
3. PENETRATION (N-VALUE) IS THE NUMBER OF BLOWS OF 140 LB.
HAMMER FALLING 30 IN. REQUIRED TO DRIVE 1.4 IN. I.D. SAMPLER
1 FT.
4. STRATIFICATION AND GROUNDWATER DEPTHS ARE NOT EXACT.
5. WATER LEVEL IS AT TIME OF EXPLORATION AND WILL VARY.
Page 1 of 9
S&ME
ENGINEERING - TESTING
ENVIRONMENTAL SERVICES
3109 Spring Forest Road
Raleigh, NC 27616
PROJECT: Craven County Regional Airport
Craven County, North Carolina TEST BORING RECORD B-27
1051-03-117
NOTES: Boring location is approximate.
DATE DRILLED: 6/18/03 ELEVATION: Ground Surface
DRILLING METHOD: 3-114" HSA BORING DEPTH: 10.0 ft
LOGGED BY: A. NASH WATER LEVEL: 3.8' @ TOB
DRILLER: M. MOSELEY DRILL RIG: CME-750

0 J
W
O
STANDARD PENETRATION TEST DATA
_
a
w a 0
o
MATERIAL DESCRIPTION W
-i Lu
n. > ¢ 6 (blows/ft) N-Value
W
o ?- Q W a o w
(? Q Z .j
W
3 10 20 30 60 80
TOPSOIL
Medium Dense Gray Clayey Fine SAND (SC),
Moist
11
Loose Gray Slightly Silty Fine to Medium SAND
(SM), Saturated -
5 5

HC
Firm Tan-Orange Medium Sandy CLAY (CL-CH),
Wet 5
Firm Gray CLAY (CH), Wet
13
10 Boring terminated at 10 feet below existing ground
surface. Borehole caved at 6 feet below existing
ground surface. Groundwater was observed in
borehole at a depth of 3.8 feet at termination of
boring.
15
20
25-
30-
NOTE
S:
1. THIS LOG IS ONLY A PORTION OF A REPORT PREPARED FOR THE
NAMED PROJECT AND MUST ONLY BE USED TOGETHER WITH
THAT REPORT.
2. BORING, SAMPLING AND PENETRATION TEST DATA IS IN
GENERAL ACCORDANCE WITH ASTM D-1586.
3. PENETRATION (N-VALUE) IS THE NUMBER OF BLOWS OF 140 LB.
HAMMER FALLING 30 IN. REQUIRED TO DRIVE 1.4 IN. I.D. SAMPLER
1 FT.
4. STRATIFICATION AND GROUNDWATER DEPTHS ARE NOT EXACT.
5. WATER LEVEL IS AT TIME OF EXPLORATION AND WILL VARY
Page 1 of 1
S&ME
ENGINEERING • TESTING
ENVIRONMENTAL SERVICES
3109 Spring Forest Road
Raleigh, NC 27616
PROJECT: Craven County Regional Airport
Craven County, North Carolina TEST BORING RECORD B-28
1051-03-117
NOTES: Boring location is approximate.
DATE DRILLED: 6118103 ELEVATION: Ground Surface
DRILLING METHOD: 3-114" HSA BORING DEPTH: 10.0 ft
LOGGED BY: A. NASH WATER LEVEL: Dry @ TOB
DRILLER: M. MOSELEY DRILL RIG: CME-750

U J
w
W
O
STANDARD PENETRATION TEST DATA
= za c9
o
MATERIAL DESCRIPTION LU
a r ¢ d (blows/ft) N-Value
Q v a-
o: W ¢ p

Z
..
c9 ¢ w
10 20 30 .6.0.8101
.
TOPSOIL
Medium Dense Gray Silty Fine SAND (SM), Moist
16
Medium Dense Tan-Brown Clayey Fine SAND
(SC), Moist
16
5
Medium Dense White Fine SAND (SP), Saturated
HC
20
Very Loose Light Tan Slightly Clayey Fine to
Medium SAND (SC), Saturated
4
10 Boring terminated at 10 feet below existing ground
surface. Borehole caved at 6.5 feet below existing
ground surface. Borehole was observed dry at
termination of boring.
15-
20-
25
30
NOTES:
1. THIS LOG IS ONLY A PORTION OF A REPORT PREPARED FOR THE
NAMED PROJECT AND MUST ONLY BE USED TOGETHER WITH
THAT REPORT.
2. BORING, SAMPLING AND PENETRATION TEST DATA IS IN
GENERAL ACCORDANCE WITH ASTM D-1586.
3. PENETRATION (N-VALUE) IS THE NUMBER OF BLOWS OF 140 LB.
HAMMER FALLING 30 IN. REQUIRED TO DRIVE 1.4 IN. I.D. SAMPLER
1 FT.
4. STRATIFICATION AND GROUNDWATER DEPTHS ARE NOT EXACT.
5. WATER LEVEL IS AT TIME OF EXPLORATION AND WILL VARY
Page 1 of 1
*S&ME
ENGINEERING - TESTING
ENVIRONMENTAL SERVICES
3109 Spring Forest Road
Raleigh, NC 27616
Topographic Map with Site Location
Safety Area Improvement October, 2008
Safety Area Improvement
Site Plan with Site Location
And
Drainage Area Map
October, 2008
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Safety Area Improvement
Temporary Sediment Trap Design Calculations
October, 2008
' THE LPA GROUP OF NORTH CAROLINA, P.A.
5000 Falls of Neuse Road, Suite 304
' Raleigh, North Carolina 27609
[phone]
FAX [phone]
JOB Coc?-StD-E Cc.yobdaG RfW 2Z S?
SHEET NO. n OF Ci
CALCULATED BY DATE 12 ? • '? o
CHECKED BY
DATE
SC:AI F
PRODUCT 204-1(SNie Sheets) 205-1 (Padded)
Hydrograph Plot
Hydraflow Hydrographs by Intelisolve Thursday, Oct 9 2008, 2:39 PM
Hyd. No. 2
Sediment Trap A
Hydrograph type = Rational Peak discharge = 1.51 cfs
Storm frequency = 10 yrs Time interval = 1 min
Drainage area = 4.1 ac Runoff coeff. = 0.1
Intensity = 3.643 in/hr Tc by FAA = 39 min
IDF Curve = CRAVEN.IDF Asc/Rec limb fact = 1/1
Hydrograph Volume = 3,529 cuft
1.00
0.00
0.0
0.2
Hyd No. 2
0.3 0.5 03 0.8 1.0 1.2
Q (cfs)
2.00
1.00
0.00
1.3
Time (hrs)
1
Hydrograph Plot
Hydraflow Hydrographs by Intelisolve
Hyd. No. 1
Sediment Trap B
Hydrograph type = Rational
Storm frequency = 10 yrs
Drainage area = 0.4 ac
Intensity = 3.481 in/hr
OF Curve = CRAVEN.IDF
Thursday, Oct 9 2008, 2:48 PM
Peak discharge = 0.12 cfs
Time interval = 1 min
Runoff coeff. = 0.1
Tc by FAA = 42 min
Asc/Rec limb fact = 1/1
Hydrograph Volume = 307 cuft
Sediment Trap B
Q (cfs) Q (cfs)
Hyd. No. 1 -- 10 Yr
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Time (hrs)
Hyd No. 1
1
1 Safety Area Improvement
Impact on the Complete Drainage Area Design Calculations
October, 2008
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Hydraflow Hydrographs by Intelisolve
Hyd. No. 3
' Total Area Pre-
Hydrograph type = Rational
' Storm frequency = 10 yrs
Drainage area = 756.4 ac
Intensity = 1.092 in/hr
IDF Curve = CRAVEN.IDF
I
Tuesday, Oct 14 2008, 10:40 AM
Peak discharge = 247.72 cfs
Time interval = 1 min
Runoff coeff. = 0.3
Tc by FAA = 220 min
Asc/Rec limb fact = 1/1
Hydrograph Volume = 3,269,963 cult
Total Area Pte-
Hyd. No. 3 -- 10 Yr Q (cfs)
280.00
240.00
200.00
160.00
120.00
80.00
40.00
' 0.00
0.0 0.7 1.3
' Hyd No. 3
2.0 2.7 3.3 4.0 4.7
0.00
5.3 6.0 6.7 7.3
Time (hrs)
HYdro9raph Plot Cow,PLe+e' prc,'-"GArect, --o Ps'Pfcs
' Hydraflow Hydrographs by Intelisolve
Hyd. No. 4
' Total Area Post-
Hydrograph type = Rational
Storm frequency = 10 yrs
'
Drainage area = 756.4 ac
Intensity = 1.092 in/hr
' IDF Curve = CRAVEN.IDF

' Q (cfs)
280.00
240.00
200.00
160.00
Tuesday, Oct 14 2008, 10:42 AM
Peak discharge = 247.73 cfs
Time interval = 1 min
Runoff coeff. = 0.3
Tc by FAA = 220 min
Asc/Rec limb fact = 1/1
120.00
80.00
40.00
Hydrograph Volume = 3,270,006 cuft
Total Area Post-
Hyd. No. 4 -- 10 Yr
0.00
0.0 0.7 1.3 2.0 2.7 3.3 4.0 4.7
Hyd No. 4
Q (cfs)
280.00
240.00
200.00
160.00
120.00
80.00
40.00
0.00
5.3 6.0 6.7 7.3
Time (hrs)
1
Detailed Site Map of Temporary Sediment Controls
' See enclosed drawings PL-1, GD-1, and EC-1 & 2
Safety Area Im p
rovement
October, 2008
Project Specifications
01060 Control of Erosion, Siltation & Pollution
' D-753 Rip
E-893 Temporary Silt Fence
E-895 Erosion Control Matting
' P-151 Clearing and Grubbing
P-152 Excavation And Embankment.
T-901 Seeding
' T-905 Topsoiling
T-908 Mulching
Safety Area Improvement
October, 2008
SECTION 01060
CONTROL OF EROSION, SILTATION AND POLLUTION
PART1 GENERAL
1.01 REQUIREMENTS: The Contractor shall take all measures necessary to
minimize soil erosion, siltation, water pollution, and air pollution caused by his
operations. The Contractor shall comply with the applicable regulations of all legally
constituted authorities relating to pollution prevention and control. The Contractor shall
keep himself fully informed of all such regulations which in any way affect the conduct of
the work, and shall at all times observe and comply with all such regulations. In the
event of conflict between such regulations and the requirements of the specifications,
the more restrictive requirements shall apply.
The Engineer will limit the area over which clearing, grubbing, excavation, borrow, and
embankment operations are performed whenever the Contractor's operations do not
make effective use of construction practices and temporary measures which will
minimize erosion, or whenever effective erosion control features are not being
completed as soon as permitted by construction operations.
1.02 EROSION CONTROL SCHEDULE: Except as otherwise specified, the
Contractor shall submit to the Engineer for his approval three (3) copies of his erosion
control schedule at the time of the preconstruction conference. This schedule shall
show the time relationship between phases of the work which must be coordinated to
reduce erosion, and shall describe construction practices and temporary erosion control
measures which will be used to minimize erosion. The schedule shall also show the
Contractor's proposed method of erosion control on haul roads and borrow and material
pits, and his plan for disposal of waste materials. No work shall be started until the
erosion control schedule and methods of operations have been approved by the
Engineer.
PART 2 PRODUCTS (Not used)
PART 3 EXECUTION
3.01 EROSION AND SILTATION CONTROL: The Contractor shall exercise every
reasonable precaution throughout the life of the project to prevent the eroding of soil
and silting of rivers, streams, lakes, reservoirs, other impoundments, ground surfaces,
or other property.
Prior to suspension of operations on the project or any portion thereof, the Contractor
shall take all necessary measures to protect the construction area, including but not
01060-1
limited to borrow pits, soil type base courses, and waste areas, from erosion during the
period of suspension.
3.02 COORDINATION OF EROSION CONTROL OPERATIONS:
A. Temporary and permanent erosion control measures shall be provided as shown
on the plans or as directed by the Engineer. All permanent erosion control work
shall be incorporated into the project at the earliest practicable time. Temporary
erosion control measures shall be coordinated with permanent erosion control
measures and all other work on the project to assure economical, effective, and
continuous erosion control throughout the construction and post construction
period and to minimize siltation of rivers, streams, lakes, reservoirs, other water
impoundments, ground surfaces, or other property.
B. Temporary erosion control measures shall include but not be limited to the use of
temporary berms, dikes, dams, silt fences, drainage ditches, silt basins,
diversion ditches, slope drains, structures, vegetation, mulches, mats, netting,
gravel, rip rap, or any other methods or devices that are necessary. Temporary
erosion control measures may include work outside the construction limits where
such work is necessary as a result of construction such as borrow pit operations,
haul roads, plant sites, equipment storage sites, and disposal of waste or debris.
The Contractor shall be liable for all damages to public or private property
caused by silting or slides originating in waste areas furnished by the Contractor.
C. Materials for temporary erosion control measures shall be approved by the
Engineer before being used or shall be as directed by the Engineer.
D. Erosion control measures installed by the Contractor shall be acceptably
maintained by the Contractor.
3.03 WATER AND AIR POLLUTION:
A. The Contractor shall exercise every reasonable precaution throughout the life of
the project to prevent pollution of rivers, streams, and water impoundments.
Pollutants such as chemicals, fuels, lubricants, bitumens, raw sewage, and other
harmful waste shall not be discharged into or alongside of rivers, streams, or
impoundments, or into natural or manmade channels leading thereto.
' B. The Contractor shall comply with all Federal, State or local air pollution
regulations throughout the life of the project.
' 3.04 OPEN BURNING OF COMBUSTIBLE WASTES: Where and if burning is
permitted by the specifications, the following conditions shall apply:
i
01060-2
A. No tires, oils, asphalt, paint, or coated metals are permitted in combustible waste
piles.
B. Burning shall not be permitted unless the prevailing wind is away from a nearby
town, built-up area, or aircraft operations area.
C. Burning shall not be permitted during a local air inversion or other climatic
condition as would result in a pall of smoke over a nearby town, built-up area, or
aircraft operations area.
D. Burning shall not be permitted when the danger of brush or forest fires is made
known by State, local, or Federal officials.
E. The size and number of fires shall be restricted to avoid the danger of brush or
forest fires. Burning shall be done under surveillance of a watchman, who shall
have fire-fighting equipment and tools readily available.
3.05 DUST CONTROL:
A. The Contractor shall control dust throughout the life of the project within the
project area and at all other areas affected by the construction of the project,
including, but not specifically limited to unpaved roads, haul roads, access roads,
disposal sites, borrow and material pits, and production sites. Dust control shall
not be considered effective where the amount of dust creates a potential or
actual unsafe condition, public nuisance, or condition endangering the value,
utility, or appearance of any property.
B. The Contractor will not be directly compensated for any dust control measures
necessary; this work will be considered incidental to the work covered by the
various contract items.
3.06 APPLICATION OF SPECIFICATIONS: The provisions of this section shall apply
to all construction operations. Further references and detailed requirements concerning
erosion, siltation, and pollution prevention and control, may be given in other sections of
the specifications and on the drawings.
3.07 CONTRACTOR'S INSPECTION AND REPORT: The Contractor shall make an
inspection of the construction site on a weekly basis and after each potentially
damaging rainfall. Note shall be taken of any damage to existing erosion control
features and of siltation problems encountered during the inspection. In a report to the
Engineer, the Contractor shall outline his corrective measures to be undertaken and the
date of implementation.
01060-3
3.08 TEMPORARY SUSPENSION OF WORK: Failure of the Contractor to fulfill any
of the requirements of this section may result in the Engineer ordering the stopping of
construction operations in accordance with the following:
A. The Engineer shall have the authority to suspend the work wholly or in part by
written order, for such periods as he may deem necessary due to conditions
considered unfavorable for the suitable prosecution of the work, or to failure on
the part of the Contractor to correct conditions unsafe for workmen or the general
public or to carry out orders given or to perform any provisions of the contract.
Such suspension of operations will not justify an extension of contract time.
B. Failure on the part of the Contractor to perform the necessary measures to
control erosion, siltation, and pollution will result in the Engineer notifying the
Contractor to take such measures. Any fine, penalty or other cost assessed by
State, local or other governmental agencies for non-performance of erosion,
siltation or pollution controls against the Owner shall become the responsibility of
the Contractor; such assessments, if not paid by the Contractor, shall be
deducted from monies due the Contractor at the completion of the job. In the
event that the Contractor fails to perform such measures within 24 hours after
receipt of such notice, the Engineer may suspend the work as provided above, or
may proceed to have such measures performed by others. The cost of such
work performed by others will be deducted from monies due the Contractor on
his contract.
3.09 PAYMENT: Except where specified otherwise elsewhere in the specifications,
there will be no direct payment for any work in connection with the requirements of this
section; the work shall be considered incidental to demolition, clearing, grubbing,
grading, excavation, embankment, or other operations.
END OF SECTION 01060
01060-4
ITEM D-753
RIP RAP
DESCRIPTION
753-1.1 This item shall consist of the construction of rip rap aprons and other erosion
control devices in accordance with these specifications, and conforming with the lines,
grades, dimensions and locations shown on the drawings, or required by the Engineer.
MATERIALS
753-2.1 WASHED STONE. Washed stone shall consist of quarry stone which is
sound, tough, dense, resistant to the action of air and water, and suitable in all other
respects for the purpose intended. The stone shall meet the following AASHTO No. 57
gradation requirements:
' PERCENT OF TOTAL PASSING RY WFIGHT
Sieve Size 1-1/2" 1/2" No. 4 No. 8
Percent Passing 100 95-100 25-60 0-10 0-5

753-2.2 RIP RAP. Stone for Rip Rap - Class B or Class I shall conform to the
requirements contained in the North Carolina Department of Transportation (NCDOT)
Standard Specifications for Roads and Structures, current edition.
753-2.3 FILTER FABRIC MATERIAL. The filter fabric shall be composed of strong
rot-proof synthetic fibers formed into a woven or non-woven fabric, free of any treatment
' or coating which might significantly alter its physical properties after installation. The
fabric shall contain stabilizers and/or inhibitors to make the filaments resistant to
deterioration resulting from sunlight or heat. The fabric shall be a pervious sheet of
' fibers oriented into a stable network so that the fibers retain their relative position with
respect to each other. The edges of the fabric shall be finished to prevent the outer
fiber from pulling away from the fabric. The fabric shall be free of defects or flaws which
significantly affect its physical or filtering properties. Sheets of fabric may be sewn or
bonded together. Except as otherwise specified, no deviation from any physical
' requirements will be permitted due to the presence of the seam.
During all periods of shipment and storage, the fabric shall be wrapped in a heavy duty
' protective covering to protect the fabric from sunlight, mud, dust, dirt, and debris. The
fabric shall not be exposed to temperatures greater than 140°F.
The fabric shall meet the physical requirements specified below. All strength
D-753-1
requirements are minimum average roll values in the weakest principal direction.
PHYSICAL REQUIREMENTS
Physical Property Test Method Requirements
Grab Strength ASTM D 4632 200 lb. min.
Elongation ASTM D 4632 15% min.
Seam Strength ASTM D 4632 180 lb. min.
Puncture Strength ASTM D 4833 80 lb. min.
Apparent Opening Size
(U.S. Standard Sieve) ASTM D 4751 No. 100 Sieve min.
No. 50 Sieve max.
Ultraviolet Degradation
at 150 hours ASTM D 4355 70% Strength Retained
Trapezoid Tear ASTM D 4533 50 lb. min.
Burst Strength ASTM D 3786 320 psi min.
The Contractor shall furnish certified test reports with each shipment of material
attesting that the fabric meets the requirements of this provision.
CONSTRUCTION METHODS
' 753-3.1 PREPARING SUBGRADE. Excavation shall be made to the required width
and depth in accordance with the dimensions, lines, and grades as shown on the
drawings or required by the Engineer. Excavated material shall be disposed of as
' specified in Item P-152. When specified on the drawings or directed by the Engineer, a
layer of filter fabric shall be placed over the completed subgrade. The properly shaped,
' graded and compacted subgrade shall be checked and accepted by the Engineer prior
to placing any rip rap or fabric.
' 753-3.2 PLACING FILTER FABRIC MATERIAL. The surface to receive the filter
fabric shall be free of obstructions, debris, and pockets of soft or low density material.
' At the time of installation, the fabric shall be rejected if it has defects, rips, holes, flaws,
deterioration, or damage incurred during manufacture, transportation, or storage.
' The filter fabric shall be laid smooth and free from tension, stress, folds, wrinkles, or
creases. Horizontal overlaps shall be a minimum of 12 inches with the upper fabric
overlapping the lower fabric. Vertical overlaps shall be a minimum of 18 inches with the
' upstream fabric overlapping the downstream fabric. In the event that the fabric is
displaced or damaged during rip rap placement, the rip rap shall be removed and the
fabric repositioned or replaced prior to the replacement of the rip rap, all at no additional
' cost to the Owner.
D-753-2
The fabric shall be covered with rip rap within 2 days after placement of the fabric, or
' the fabric shall be replaced with new fabric. Filter fabric shall be protected from damage
due to the placement of rip rap or other materials by limiting the height of drop of the
material or by placing a cushioning layer of sand on top of the fabric before dumping the
' material.
753-3.3 PLACING RIP RAP. The Contractor shall place the stone by mechanical
' methods, augmented by hand placing, provided that when the rip rap is completed it
forms a properly graded, dense, neat layer of stone without damage to any underlying
fabric. The stone shall be graded so that the smaller stones are uniformly distributed
throughout the mass. The surface of the completed rip rap shall be reasonably uniform
and free from excessive humps and depressions.
' The thickness of the completed rip rap shall be as shown on the drawings or as
specified by the Engineer.
753-3.4 SEDIMENT. Sediment deposits trapped by erosion control devices shall be
removed when the accumulations have reached the capacity of the erosion control
device to function properly or when so directed by the Engineer.
753-3.5 REMOVAL OF TEMPORARY DEVICES. Temporary rip rap devices and
underlying fabric shall remain in place until the Engineer directs that they be removed.
' Upon removal, the Contractor shall remove and dispose of any excess sediment
accumulations, dress the area to give a pleasing appearance, and vegetate all bare
areas in accordance with the contract requirements. The temporary rip rap and fabric
materials will remain the property of the Contractor and may be used at other locations
provided the materials meet the requirements of this specification, or shall be removed
from airport property.
METHOD OF MEASUREMENT
' 753-4.1 Rip rap for aprons, slope protection, and other erosion control devices shall
be measured by the ton in place, complete, and accepted. No measurement for
payment shall be made for furnishing or installing filter fabric or washed stone as these
' items are considered incidental to the placement of rip rap.
BASIS OF PAYMENT
753-5.1 No separate payment will be made for removal and disposal of sediment
' accumulations. The cost of this work shall be considered incidental to the cost of
erosion control devices.
' D-753-3
753-5.2 Payment for rip rap shall be made at the contract unit price per ton complete
and accepted.
These prices shall be full compensation for furnishing all materials including filter fabric
and washed stone, and for all preparation, hauling, and placing of these materials, and
for removal of temporary rip rap and fabrics, and for all labor, equipment, tools, and
incidentals necessary to complete this item.
Payment will be made under:
Item D-753 Rip Rap ........................................................................per ton
TESTING AND MATERIAL REQUIREMENTS
ASTM D 3786 Hydraulic Bursting Strength of Knitted Goods and Nonwoven
Fabrics
ASTM D 4355 Deterioration of Geotextiles from Exposure to Ultraviolet Light and
Water
ASTM D 4533 Trapezoid Tearing Strength of Geotextiles
ASTM D 4632 Breaking Load and Elongation of Geotextiles (Grab Method)
ASTM D 4751 Determining Apparent Opening Size of a Geotextile
ASTM D 4833 Index Puncture Resistance of Geotextiles, Geomembranes, and
Related Products
END OF ITEM D-753
D-753-4
ITEM E-893
TEMPORARY SILT FENCE
DESCRIPTION
893-1.1 This item shall consist of furnishing, installing, maintaining, and removing a
geotextile barrier-fence designed to remove suspended particles from water passing
through it.
893-1.2 The quantities of temporary silt fence shown on the drawings may be
increased or decreased at the direction of the Engineer based on weather, construction
procedures, and actual site conditions that occur during construction. Such variations in
quantity will not be considered as alterations in the details of construction or a change in
the character of the work.
893-1.3 Except as otherwise directed by the Engineer, installation of temporary silt
fences shall be completed prior to any excavation or grading operations.
893-1.4 At option of Contractor and approval by Engineer, either a wire supported
geotextile silt fence or a self supporting geotextile silt fence may be provided.
MATERIALS
893-2.1 GEOTEXTILE. Fabric shall consist of rot-proof synthetic fibers formed into a
woven or non-woven fabric meeting the requirements shown in Table 1. The geotextile
shall be free of any treatment or coating which might adversely alter its physical
properties after installation. Geotextile rolls shall be furnished with suitable wrapping for
protection against moisture and extended ultraviolet exposure prior to placement. Each
roll shall be labeled or tagged to provide product identification sufficient for inventory
and quality control purposes. Rolls shall be stored in a manner which protects them
from the elements.
TABLE 1 - PHYSICAL REQUIREMENTS FOR GEOTEXTILE
PROPERTY TEST METHOD REQUIREMENT
Tensile Strength ASTM D 4632 90 lbs. minimum
Elongation @ 45 Ibs ASTM D 4632 50% maximum
Apparent Opening
Size (U.S. Standard Sieve) ASTM D 4751 No. 20 maximum
No. 50 minimum
Ultraviolet Degradation ASTM D 4355
at 500 Hours Minimum 70%
Strength Retained
E-893-1
' 893-2.2 POSTS. Posts shall be steel, weighing not less than 1.33 pounds per linear
foot. Posts shall have a minimum overall length of 5 feet and be of sufficient strength to
resist damage during installation and to support applied loads after installation. In soft
' ground, wet soils, swamps, and other similar conditions, provide a wider post or other
means as needed to develop adequate resistance to applied loads.
' 893-2.3 SUPPORT FENCE. Wire or other support fence shall be at least 32 inches
high and strong enough to support applied loads. Wire support fence shall be at least
14 gauge, 6x6 steel.
893-2.4 PREFABRICATED FENCE. Prefabricated fence systems may be used
provided they meet all of the above material requirements, perform satisfactorily in the
field, and are approved by the Engineer.
CONSTRUCTION METHODS
M 893-3.1 FENCE INSTALLATION. The Contractor shall install temporary silt fences as
shown on the drawings and at other locations as directed by the Engineer. Fence
' construction shall be adequate to handle the stress from sediment and wind loading.
Geotextile shall be adequately fastened to the support fence with wire or plastic ties
having a minimum 50 pound tensile strength. Geotextile at the bottom of the fence shall
' be buried a minimum of 8 inches down and 4 inches forward in a trench so that no flow
can pass under the barrier. The trench shall be backfilled and the soil compacted over
the geotextile. Filter fabric height shall be not less than 18 inches or more than 24
inches above ground surface. The geotextile shall be spliced together only at a support
post, with 4 feet minimum overlap to the next post.
893-3.2 POSTS. Posts shall be spaced a maximum of 8 feet apart when standard
strength fabric with wire support fence is used. Posts shall be driven a minimum of 24
inches into the ground. Where a 24 inch depth is impractical to achieve, the posts shall
be adequately secured to prevent overturning of the fence due to sediment or wind
loading.
' 893-3.3 WIRE SUPPORT. When wire support fence is used, the wire mesh shall be
fastened securely to the up slope side of the post. The wire shall extend to the bottom
' of the trench and extend a maximum of 36 inches above the original ground surface.
893.3.4 SELF SUPPORT. When self supported fence is used, the geotextile shall be
securely fastened to fence posts.
893-3.5 RESPONSIBILITY. It is the Contractor's responsibility to maintain the
' integrity of silt fences as long as they are necessary to contain sediment runoff. The
E-893-2
Contractor shall inspect all temporary silt fences immediately after each rainfall and at
least daily during prolonged rainfall. Any deficiencies shall be immediately corrected by
the Contractor. In addition, the Contractor shall make a daily review of the location of
silt fences in areas where construction activities have changed the natural contour and
drainage runoff to ensure that the silt fences are properly located for effectiveness.
Where deficiencies exist, additional silt fences shall be installed as directed by the
Engineer. Should the silt fence become damaged, clogged, or otherwise ineffective
while the barrier is still necessary, it shall be repaired or replaced promptly by the
Contractor at his expense.
893-3.6 SEDIMENT. Sediment deposits shall be removed when the accumulations
have reached the capacity of the silt fence to function properly or when so directed by
the Engineer.
' 893-3.7 REMOVAL. The silt fence shall remain in place until the Engineer directs that
it be removed. Upon removal, the Contractor shall remove and dispose of any excess
sediment accumulations, dress the area to give a pleasing appearance, and vegetate all
bare areas in accordance with the contract requirements. The fence materials will
remain the property of the Contractor and may be used at other locations provided the
materials meet the requirements in Table 1.
METHOD OF MEASUREMENT
893-4.1 The quantity of temporary silt fence to be paid for will be the actual number of
linear feet of silt fence, measured in place from end post to end post of each separate
installation, which has been completed and accepted.
' BASIS OF PAYMENT
893-5.1 No separate payment will be made for removal and disposal of sediment
accumulations. The cost of this work shall be considered incidental to the cost of
temporary silt fence.
893-5.2 Payment for accepted temporary silt fence shall be made at the contract unit
price per linear foot.
The above price shall be full compensation for all work covered by this item, including
but not limited to furnishing all fence posts, fence fabric, filter fabric, hardware, and
' other material; installing and maintaining the silt fence; removal and disposal of
sediment accumulations from the silt fence; removal of the silt fence; and dressing the
disturbed areas after the silt fence has been removed.
' E-893-3
Payment will be made under:
Item E-893 Temporary Silt Fence ............................................. per linear foot
TESTING AND MATERIAL REQUIREMENTS
ASTM D 4355 Deterioration of Geotextiles from Exposure to Ultraviolet Light and
Water
ASTM D 4632 Breaking Load and Elongation of Geotextiles (Grab Method)
ASTM D 4751 Determining Apparent Opening Size of a Geotextile
END OF ITEM E-893
E-893-4
I ITEM E-895
' EROSION CONTROL MATTING
DESCRIPTION
' 895-1.1 The work covered by this section consists of furnishing, placing, and securing
either temporary jute matting, excelsior matting, paper matting, or other approved
' matting on previously shaped and seeded slopes, drainage channels, or other areas at
locations shown on the plans or as directed by the Engineer.
The quantity of matting to be placed will be affected by the actual conditions which
occur during the construction of the project. The quantity of matting may be increased,
decreased, or eliminated entirely at the direction of the Engineer. Such variations in
' quantity will not be considered as alterations in the details of construction or a change in
the character of the work.
MATERIALS
895-2.1 TEMPORARY MATTING MATERIAL.
A. General. Matting shall be jute matting, excelsior matting, or paper matting.
Other acceptable material manufactured especially for erosion control may be
used when approved by the Engineer in writing before being used. Erosion
control matting shall not be dyed, bleached, or otherwise treated in a manner that
will result in toxicity to vegetation.
B. Jute Matting. Jute matting shall be of a uniform open plain weave of single jute
yarn, 48 inches in width plus or minus 1 inch. The yarn shall be of a loosely
twisted construction and shall not vary in thickness by more than one-half its
normal diameter. There shall be 78 warp ends, plus or minus 2, per linear yard;
and the weight shall average 1.122 pounds per linear yard of the matting with a
tolerance of plus or minus 5 percent.
C. Excelsior Matting. Excelsior matting shall consist of a machine produced mat of
curled wood excelsior at least 47 inches in width. The mat shall weigh 0.975
pounds per square yard with a tolerance of plus or minus 10 percent. At least 80
percent of the individual excelsior fibers shall be evenly distributed over the entire
area of the blanket. One side of the excelsior matting shall be covered with a
woven fabric of twisted paper cord or cotton cord, or with an extruded plastic
mesh. The mesh size for either the fabric or plastic mesh shall be a minimum of
1 inch x 1 inch and a maximum of 1 1/2 inches x 3 inches.
E-895-1
D. Paper Matting. Paper matting shall consist of a knitted polypropylene yarn with
uniform openings through which biodegradable paper strips have been
' continuously interwoven. The openings shall be no greater than 3/4 inch in their
greatest dimension and 1/2 inch in their least dimension. The interwoven yarn
and paper shall form a flexible mat which will stretch in any direction so as to
conform to the shape of an irregular surface when applied to such surface.
Paper matting shall be 3.6 feet or more in width and weigh a minimum of 0.09
pound per square yard.
' E. Wire Staples. Staples shall be machine made of No.11 gage steel wire formed
into a "U" shape. The size when formed shall be not less than 6 inches in length
with a throat of not less than 1 inch in width.
' CONSTRUCTION METHODS
895-3.1 MANUFACTURER'S INSTRUCTIONS. Except as otherwise specified herein
or approved by the Engineer, each type of matting shall be installed in accordance with
its manufacturer's printed instructions.
' 895-3.2 TEMPORARY MATTING INSTALLATIONS. Placing of matting shall be done
immediately following seeding. The earth surface shall be smooth and free from stones,
clods, or debris which will prevent the contact of the matting with the soil. Care shall be
' taken to preserve the required line, grade, and cross section of the area covered.
Matting shall be unrolled in the direction of the flow of water, and shall be applied
' without stretching so that it will lie smoothly but loosely on the soil surface. The up-
channel or top of slope end of each piece of matting shall be buried in a narrow trench
at least 5 inches deep. After the end of the matting is buried, the trench shall be closed
and tamped firmly. Where one roll of matting ends and a second roll begins, the end of
the upper roll shall be brought over the buried end of the second roll so that there will
be a 6 inch overlap. Check slots shall be constructed at each 50 feet longitudinally in
the matting or as directed by the Engineer. These slots shall be narrow trenches at
least 5 inches deep. The matting shall be folded over and buried to the full depth of the
' trench, after which the trench shall be closed and firmly tamped. Where 2 or more
widths of matting are laid side by side, the overlap shall be at least 4 inches.
' Staples shall be placed across matting at ends, junctions, and check slots and shall be
spaced approximately 10 inches apart.
' Staples shall be placed along the outer edges and down the center of each strip of
matting and shall be spaced 3 feet apart. Staples shall also be placed along all lapped
edges 2 to 3 feet apart.
1
E-895-2
When excelsior matting is used, the matting shall be installed with the fabric on the top
side.
After matting has been placed and stapling completed, the matting shall be rolled with
an approved roller to assure that it is in proper contact with the soil.
In the installation of matting on cut or fill slopes the Engineer may require adjustments in
the trenching or stapling requirements to fit individual slope conditions.
METHOD OF MEASUREMENT
895-4.1 The quantity of temporary erosion control matting to be paid for will be the
number of square yards, measured along the surface of the ground, over which
temporary erosion control matting has been acceptably placed and maintained.
BASIS OF PAYMENT
895-5.1 The quantity of temporary erosion control matting, measured as provided
above will be paid for at the contract unit price per square yard.
The above price and payment will be full compensation for all work covered by this
section, including but not limited to furnishing all matting, staples, and other materials;
and placing and securing the matting. Seeding shall be paid for under Item T-901.
Payment will be made under:
Item E-895 Temporary Erosion Control Matting ............... per square yard
TESTING AND MATERIAL REQUIREMENTS
ASTM D-1682 Tensile Strength and Elongation
ASTM D-1777 Material Thickness
ASTM D-3776 Weight of Materials
ASTM D-4355 Ultraviolet Stability
END OF ITEM E-895
E-895-3
ITEM P-151
' CLEARING AND GRUBBING
DESCRIPTION
151-1.1 This item shall consist of clearing or clearing and grubbing, including the
disposal of materials, for all areas within the limits designated on the plans or as
' required by the Engineer.
Clearing shall consist of the cutting and removal of all trees, brush, logs, and hedges,
and the removal of other loose or projecting material from the designated areas. The
grubbing of stumps and roots will not be required.
Clearing and grubbing shall consist of clearing the surface of the ground of the
designated areas of all trees, stumps, down timber, logs, snags, brush, undergrowth,
hedges, grass, weeds, debris, rubbish of any nature, natural obstructions, and such
material which in the opinion of the Engineer is unsuitable; grubbing stumps, roots,
matted roots, and foundations; and disposal of all spoil materials.
CONSTRUCTION METHODS
151-2.1 GENERAL. The areas denoted on the plans to be cleared or cleared and
' grubbed shall be staked on the ground by the Contractor and approved by the Engineer.
All spoil materials removed by clearing or clearing and grubbing shall be disposed of off
' airport property. The Contractor shall obtain and file with the Engineer permission in
writing from the property owner for the use of the private property for this purpose.
' Blasting shall not be done unless specifically authorized by the Owner.
' The removal of existing structures and utilities required to permit orderly progress of
work shall be accomplished by local agencies, unless otherwise indicated. Whenever a
telephone or electrical pole, pipeline, conduit, sewer, roadway, or other utility is
encountered and must be removed or relocated, the Contractor shall advise the
Engineer who will notify the proper authority or owner and attempt to secure prompt
action.
' 151-2.2 CLEARING. The Contractor shall clear the staked or indicated area of all
trees. Trees in clearing areas shall be cut and removed by hand or by low impact
' equipment which will minimize ground disturbance. Any equipment used in the clearing
areas must have the approval of the US Army Corps of Engineers and NCDENR for use
in wetland areas. Trees shall be felled in a manner to minimize damage to trees that
' are to be left standing. The Contractor shall preserve and protect from injury all trees
P-151-1
i?
' not to be removed. Trees unavoidably falling outside the specified limits must be cut up,
removed, and disposed of in a satisfactory manner. Trees shall be cut to a height of not
' more than 12 inches above the ground. Grubbing of stumps and roots will not be
required.
' 151-2.3 CLEARING AND GRUBBING. All trees, stumps, roots, buried logs, brush,
grass, and other unsatisfactory materials shall be removed. Tap roots and other
projections over 1-1/2 inches in diameter shall be grubbed out to a depth of at least 18
' inches below the existing and finished grades.
Except as otherwise indicated, existing buildings and structures within areas to be
cleared shall be removed as specified in Item S-140.
All holes remaining after the grubbing operation in areas not to be excavated shall have
' the sides broken down to flatten out the slopes, and shall be filled with acceptable
material, moistened and properly compacted in layers to the density required in Item P-
152.
METHOD OF MEASUREMENT
151-3.1 The quantities of clearing or clearing and grubbing as shown by the limits on
the plans or as ordered by the Engineer shall be the number of acres or fractions
thereof, of land specifically cleared or cleared and grubbed.
BASIS OF PAYMENT
151-4.1 Payment shall be made at the contract unit price per acre for clearing. This
price shall be full compensation for furnishing all materials and for all labor, equipment,
tools, and incidentals necessary to complete the item.
151-4.2 Payment shall be made at the contract unit price per acre for clearing and
grubbing. This price shall be full compensation for furnishing all materials and for all
labor, equipment, tools, and incidentals necessary to complete the item.
Payment will be made under:
Item P-151 A Clearing and Grubbing .................................................... per acre
Item P-151 B Clearing ...........................................................................per acre
END OF ITEM P-151
P-151-2
ITEM P-152
EXCAVATION AND EMBANKMENT
DESCRIPTION
152-1.1 This item covers excavation, disposal, placement, and compaction of all soil
and rock materials within the limits of the work required to construct safety areas, as
well as other areas for drainage, roads, or other purposes in accordance with these
specifications and in conformity to the dimensions and typical sections shown on the
plans.
152-1.2 CLASSIFICATION. All material excavated shall be classified as defined
below:
A. Unclassified Excavation. Unclassified excavation shall consist of the excavation
and disposal of all material, regardless of its nature, which is not otherwise
classified and paid for under the following items.
B. Embankment In Place Embankment In Place consists of the excavation,
transportation, and embankment on-site of off-site borrow materials. Borrow
material for this item shall be obtained from a borrow pit on the airport property.
No Embankment In Place shall be utilized until all grading with Unclassified
Excavation is completed and the Contractor has performed field surveys.
C. Topsoil. Topsoil shall consist of the surface layer of soil or other excavation
' meeting the composition requirements of Item T-905.
' 152-1.3 Unsuitable Excavation. Any material containing vegetable or organic matter,
such as muck, peat, organic silt, or sod shall be considered unsuitable for use in
embankment construction. Material, when approved by the Engineer as suitable to
' support vegetation, shall be used as topsoil.
152-1.4 Wet Soil Material. High or excessive moisture contents of a soil material will
not constitute a reason for classifying the soil material unsuitable. Soils with moisture
contents too high for proper compaction but otherwise suitable as determined by the
Engineer shall be excavated, aerated, dried to suitable moisture content, replaced, and
' compacted as part of unclassified excavation.
Soils that gain excessive moisture contents due to the Contractor's unsatisfactory
' operations shall be similarly excavated, aerated, and replaced but at the Contractor's
expense.
P-152-1
1
CONSTRUCTION METHODS
' 152-2.1 General. Before beginning excavation, grading, and embankment operations
in any area, the area shall be completely cleared and grubbed, when required, and
stripped of topsoil to the depths specified or directed by the Engineer.
The suitability of material to be placed in embankments shall be subject to approval by
the Engineer. All unsuitable material not approved for use as topsoil shall be disposed
of outside airport property.
When the Contractor's excavating operations encounter artifacts of historical or
archaeological significance, the operations shall be temporarily discontinued. At the
direction of the Engineer, the Contractor shall excavate the site in such a manner as to
preserve the artifacts encountered and allow for their removal. Such excavation will be
paid for as extra work.
If it is necessary to interrupt existing surface drainage, sewers, underdrainage, conduits,
utilities, or similar underground structures, the Contractor shall be responsible for and
shall take all necessary precautions to preserve them or provide temporary services.
When such facilities are encountered, the Contractor shall notify the Engineer, who shall
arrange for their removal if necessary except as otherwise indicated on the plans. The
Contractor shall, at his/her own expense, satisfactorily repair or pay the cost of all
damage to such facilities or structures which may result from any of the Contractor's
operations during the period of the contract.
For the purpose of determining compaction control in excavation and embankment
areas, noncohesive soils are defined as those with a plasticity index (PI) of less than 6
when tested in accordance with ASTM D 4318; cohesive soils are soils having a
plasticity index of 6 or more.
152-2.2 EXCAVATION. No excavation shall be started until the work has been staked
out by the Contractor and the Contractor has obtained elevations and measurements of
the ground surface. This "pre-excavation survey" must be performed by a surveyor
licensed in the State of North Carolina. All suitable excavated material shall be used in
the formation of embankment or for other purposes shown on the plans. All unsuitable
material shall be disposed of as specified in paragraph 152-2.1.
When the volume of excavation is not sufficient for constructing the fill to the grades
indicated, the deficiency shall be obtained from borrow areas.
The grade shall be maintained so that the surface is well drained at all times. When
necessary, temporary drains and drainage ditches shall be installed to intercept or divert
surface water which may affect the work. Where such features are impractical, provide
suitable pumping for disposal of accumulations of surface water.
P-152-2

A. Undercutting. Rock, shale, hardpan, loose rock, boulders, or other material
' unsatisfactory for subgrades under pavements or any areas intended for turfing
shall be excavated to a minimum depth of 12 inches, or to the depth specified by
the Engineer, below the subgrade. Muck, peat, matted roots, or other yielding
' material, unsatisfactory for subgrade foundation, shall be removed to the depth
specified. Unsuitable materials shall be disposed of as specified in paragraph
152-2.1. This excavated material shall be paid for at the contract unit price per
cubic yard for "Unclassified Excavation".
The excavated area shall be refilled with suitable material obtained from the
grading operations or borrow areas and compacted to specified densities. The
necessary refilling will constitute a part of the embankment.
B. Overbreak. Overbreak, including slides, is that portion of any material displaced
or loosened beyond the finished work as planned or authorized by the Engineer.
The Engineer shall determine if the displacement of such material was
unavoidable and his/her decision shall be final. All overbreak shall be graded or
removed by the Contractor and disposed of as directed; however, payment will
not be made for the removal and disposal of overbreak which the Engineer
determines as avoidable. Unavoidable overbreak will be classified as
"Unclassified Excavation."
C. Removal of Structures and Utilities. The removal of existing structures and
utilities required to permit the orderly progress of work will be accomplished by
someone other than the Contractor, e.g., the utility, unless otherwise shown on
the plans. All existing foundations shall be excavated for at least 2 feet below the
top of subgrade or as indicated on the plans, and the material disposed of as
directed. All foundations thus excavated shall be backfilled with suitable material
and compacted as specified herein.
D. Compaction Requirements in Areas of Excavation. The subgrade under areas to
be paved shall be compacted to a depth of 6 inches and to a density of not less
than 95 percent of the maximum density as determined by ASTM D 698.
If in-place natural densities do not meet specified requirements, the subgrade
shall be compacted from the surface to achieve the required densities by
methods and equipment approved by the Engineer.
If in the judgment of the Engineer it is not practical to achieve the required
densities by compacting from the surface, the subgrade materials shall be
removed and replaced at the required densities. Payment for suitable materials
removed, manipulated, and replaced in order to obtain the required depth of
density will be paid for as "Unclassified Excavation." No such removal and
P-152-3
replacement work shall be done without prior agreement with the Engineer
regarding the scope of such work.
The in-place field density shall be determined in accordance with ASTM D 1556
or ASTM D 2167. Stones or rock fragments larger than 4 inches in their greatest
dimension will not be permitted in top 6 inches of the subgrade. The finished
grading operations, conforming to the typical cross section, shall be completed
and maintained at least 1,000 feet ahead of the paving operations or as directed
by the Engineer.
E. Finished Slopes. In cuts, all loose or protruding rocks on the back slopes shall
be removed to line of finished grade of slope. All cut-and-fill slopes shall be
uniformly dressed to the slope, cross section, and alignment shown on the plans
or as directed by the Engineer.
F. Blasting. Blasting will not be permitted.
152-2.3 BORROW EXCAVATION. Borrow area(s) within the airport property are
indicated on the plans. Borrow excavation shall be made only at these designated
locations and within the horizontal and vertical limits as staked or as directed.
152-2.4 PREPARATION OF EMBANKMENT AREA. Where an embankment is to be
constructed, all topsoil, sod and vegetable matter shall be stripped from the surface
upon which the embankment is to be placed, and the cleared surface shall be
completely broken up by plowing or scarifying to a minimum depth of 6 inches. This
area shall then be compacted as indicated in paragraph 152-2.5.
No direct payment shall be made for the work performed under this subsection. Any
necessary clearing and grubbing, stripping of topsoil, or excavation will be paid for
under the respective items of work.
152-2.5 FORMATION OF EMBANKMENTS. Embankments shall be formed in
' successive horizontal layers of not more than 8 inches in loose depth for the full width of
the cross section, unless otherwise approved by the Engineer.
' The grading operations shall be conducted, and the various soil strata shall be placed,
to produce a soil structure as shown on the typical cross section or as directed.
Materials such as brush, hedge, roots, stumps, grass and other organic matter, shall not
be incorporated or buried in the embankment.
Operations on earthwork shall be suspended at any time when satisfactory results
cannot be obtained because of rain, freezing, or other unsatisfactory field conditions.
The Contractor shall drag, blade, or slope the embankment to provide proper surface
drainage.
P-152-4
The material in the layer shall be within +/-2 percent of optimum moisture content before
rolling to obtain the prescribed compaction. In order to achieve a uniform moisture
content throughout the layer, wetting or drying of the material and manipulation shall be
required when necessary. Should the material be too wet to permit proper compaction
or rolling, all work on all of the affected portions of the embankment shall be delayed
until the material has dried to the required moisture content. Sprinkling of water on dry
material to obtain the proper moisture content shall be done with approved equipment
that will sufficiently distribute the water. Sufficient equipment to furnish the required
water shall be available at all times. Samples of all embankment materials for testing,
both before and after placement and compaction, will be taken for each 1,000 cubic
yards placed per layer. Based on these tests, the Contractor shall make the necessary
corrections and adjustments in methods, materials or moisture content in order to
achieve the correct embankment density.
Rolling operations shall be continued until the embankment, including the top 6 inches
of the surface on which the embankment is placed, is compacted to not less than 95
percent of maximum density for noncohesive soils, and 90 percent of maximum density
for cohesive soils as determined by ASTM D 698. Under all areas to be paved, the
embankments shall be compacted to a depth of 6 inches and to a density of not less
than 95 percent of the maximum density as determined by ASTM D 698.
On all areas outside of the pavement areas, no compaction will be required on the top 4
inches.
The in-place field density shall be determined in accordance with ASTM D 1556 or
ASTM D 2167.
Compaction areas shall be kept separate, and no layer shall be covered by another until
the proper density is obtained.
During construction of the embankment, the Contractor shall route his/her equipment at
' all times, both when loaded and when empty, over the layers as they are placed and
shall distribute the travel evenly over the entire width of the embankment. The
' equipment shall be operated in such a manner that hardpan, cemented gravel, clay, or
other chunky soil material will be broken up into small particles and become
incorporated with the other material in the layer.
In the construction of embankments, layer placement shall begin in the deepest portion
of the fill; as placement progresses, layers shall be constructed approximately parallel to
the finished pavement grade line.
When rock and other embankment material are excavated at approximately the same
time, the rock shall be incorporated into the outer portion of the embankment and the
P-152-5
other material shall be incorporated under the future paved areas. Stones or
fragmentary rock larger than 4 inches in their greatest dimensions will not be allowed in
the top 6 inches of the subgrade. Rockfill shall be brought up in layers as specified or
as directed and every effort shall be exerted to fill the voids with the finer material
forming a dense, compact mass. Rock or boulders shall not be disposed of outside the
excavation or embankment areas, except at places and in the manner designated by
the Engineer.
When the excavated material consists predominantly of rock fragments of such size that
the material cannot be placed in layers of the prescribed thickness without crushing,
pulverizing or further breaking down the pieces, such material may be placed in the
embankment as directed in layers not exceeding 2 feet in thickness. Each layer shall
be leveled and smoothed with suitable leveling equipment and by distribution of spalls
and finer fragments of rock. These type lifts shall not be constructed above an elevation
4 feet below the finished subgrade. Density requirements will not apply to portions of
embankments constructed of materials which cannot be tested in accordance with
specified methods.
Frozen material shall not be placed in the embankment nor shall embankment be
placed upon frozen material.
152-2.6 FINISHING AND PROTECTION OF SUBGRADE. After the subgrade has
been substantially completed, the full width shall be conditioned by removing any soft or
other unstable material which will not compact properly. The resulting areas and all
other low areas, holes or depressions shall be brought to grade with suitable select
material. Scarifying, blading, rolling and other methods shall be performed to provide a
thoroughly compacted subgrade shaped to the lines and grades shown on the plans.
Grading of the subgrade shall be performed so that it will drain readily. The Contractor
shall take all precautions necessary to protect the subgrade from damage. He/she shall
limit hauling over the finished subgrade to that which is essential for construction
purposes.
All ruts or rough places that develop in a completed subgrade shall be smoothed and
recompacted.
No subbase, base, or surface course shall be placed on the subgrade until the
subgrade has been approved by the Engineer.
A. Subgrade Proof Rolling. After preparation to proper grade and cross section,
proof roll the subgrade with 4 coverages of a loaded dump truck weighing at least
15 tons. A coverage is defined as the application of one tire print over the
designated area. Operate the roller in a systematic manner to provide the
number of coverages at speeds between 2 and 4 miles per hour. Proof rolling
P-152-6
shall be done in the presence of the Engineer. Rutting or pumping will indicate
areas of unsatisfactory material or densities. Such areas shall be manipulated as
needed to adjust the water content and re-compacted, or removed and replaced
with satisfactory material as directed by the Engineer. The repaired areas shall
again be proof rolled.
152-2.7 HAUL. All hauling will be considered a necessary and incidental part of the
work. Its cost shall be considered by the Contractor and included in the contract unit
price for the pay of items of work involved. No payment will be made separately or
directly for hauling on any part of the work.
152-2.8 TOLERANCES. In those areas upon which a subbase or base course is to
be placed, the top of the subgrade shall be of such smoothness that, when tested with a
16-foot straightedge applied parallel and at right angles to the centerline, it shall not
show any deviation in excess of 1/2-inch, or shall not be more than 0.05-foot from true
grade as established by grade hubs or pins. Any deviation in excess of these amounts
shall be corrected by loosening, adding, or removing materials; reshaping; adjusting
moisture content as required, and recompacting.
On areas to be turfed and other designated unpaved areas, the surface shall be of such
smoothness that it will not vary more than 0.10 foot from true grade as established by
grade hubs. Any deviation in excess of this amount shall be corrected by loosening,
adding or removing materials, and reshaping.
152-2.9 TOPSOIL. When topsoil is specified or required as shown on the plans or
under Item T-905, it shall be salvaged from stripping or other grading operations. The
topsoil shall meet the requirements of Item T-905. If, at the time of excavation or
stripping, the topsoil cannot be placed in its proper and final section of finished
construction, the material shall be stockpiled at approved locations. Stockpiles shall not
be placed within runway or taxiway safety areas or areas which subsequently will
require any excavation or embankment. If, in the judgment of the Engineer, it is
practical to place the salvaged topsoil at the time of excavation or stripping, the material
shall be placed in its final position without stockpiling or further rehandling.
Upon completion of grading operations, stockpiled topsoil shall be handled and placed
as directed, or as required in Item T-905.
No payment will be made for topsoil under Item P-152. The quantity removed and
placed directly or stockpiled shall be paid for at the contract unit price per cubic yard for
Topsoil as specified in Item T-905. Payment for topsoil will be made one time only. No
compensation will be directly made for temporarily stockpiling and rehandling topsoil
prior to its final placement.
P-152-7
152-2.10 DEWATERING.
A. Surface water and subsurface or ground water shall be prevented from flowing
into excavations and other graded areas and from flooding the project site and
surrounding area by methods approved by the Engineer.
B. Do not allow water to accumulate in excavations. Remove water to prevent
softening of foundation soils, undercutting of footings, and soil changes
detrimental to the stability of subgrades and foundations. Maintain grades so
that the surface is well drained. Provide and maintain pumps, well points,
sumps, suction and discharge lines, and other dewatering system components
necessary to convey water away from excavations.
C. Convey water removed from excavations and other graded areas to collecting or
runoff areas. Establish and maintain temporary drainage ditches, swales, and
other diversions to protect slopes and structures. Do not use trench excavations
as temporary drainage ditches.
METHOD OF MEASUREMENT
152-3.1 The quantity of excavation to be paid for shall be the number of cubic yards
measured in its original position.
Measurement shall not include the quantity of materials excavated without authorization
beyond normal slope lines, or the quantity of material used for purposes other than
those directed.
152-3.2 The quantity of Embankment In Place to be paid for shall be the number of
cubic yards measured in its final position.
152-3.3 For payment specified by the cubic yard, measurement for all excavation shall
be computed by digital terrain modeling software (Terramodel software version 9.8 or
higher). The original ground surface established by the Contractor's field cross section
survey and the field survey supplied by the Contractor's licensed surveyor after all
excavation is completed will be utilized to complete the quantity of "Unclassified
Excavation".
' For payment specified by the cubic yard, measurement for all embankment shall be
computed by digital terrain modeling software (Terramodel software version 9.8 or
higher). The ground surface established by the Contractor's field cross section survey
' after all excavation is completed and the final field survey supplied by the Contractor's
licensed surveyor after all embankment is completed will be utilized to complete the
quantity of "Embankment In Place".
P-152-8
' The surveys shall be supplied to the Engineer in both written and electronic versions.
The electronic file shall contain a points file with break lines and contours, along with an
' ASCII points file.
152-3.4 There shall be no separate measurement or payment for dewatering. All
' costs related to dewatering shall be considered incidental and shall be included in the
contract unit price for other payment items.
' 152-3.5 There shall be no separate measurement or payment for proof rolling. All
costs related to proof rolling shall be considered incidental and shall be included in the
contract unit price for other payment items.
BASIS OF PAYMENT
' 152-4.1 For "Unclassified Excavation" payment shall be made at the contract unit
price per cubic yard. This price shall be full compensation for furnishing all materials,
labor, equipment, tools, and incidentals necessary to complete the item.
' 152-4.2 For "Embankment In Place" payment shall be made at the contract unit price
per cubic yard. This price shall be full compensation for furnishing all materials,
' transportation, labor, equipment, tools, and incidentals necessary to complete the item.
Payment will be made under:
' Item P-152 A Unclassified Excavation ................................... per cubic yard
' Item P-152 B Embankment In Place ...................................... per cubic yard
TESTING REQUIREMENTS
ASTM D 698 Laboratory Compaction Characteristics of Soil Using Standard
Effort (12,400 ft-Ibf/ft3) (600 kN-m/m3)
ASTM D 1556 Density and Unit Weight of Soil In Place by the Sand-Cone Method
' ASTM D 1557 Laboratory Compaction Characteristics of Soil Using Modified Effort
(56,000 ft-Ibf/ft3) (2700 kN-m/m3)
ASTM D 2167 Density and Unit Weight of Soil In Place by the Rubber Balloon
Method.
' ASTM D 4318 Liquid Limit, Plastic Limit, and Plasticity Index of Soils.
END OF ITEM P-152
P-152-9

ITEM T-901
' SEEDING
DESCRIPTION
' 901-1.1 This item shall consist of temporary and permanent seeding at the areas
shown on the plans or as directed by the Engineer in accordance with these
' specifications.
This item shall also include periodic mowing, as directed by the Engineer, in order to
maintain the site until it is turned over to the Owner.
MATERIALS
' 901-2.1 The kinds of seed and fertilizer, and the rates of application of seed, fertilizer
and lime shall be as stated below, or shall follow the requirements of Seeding Mixture
' Number 1 CP (Table 6.11p) from the North Carolina Department of Environment and
Natural Resources Erosion and Sediment Control Planning and Design Manual, most
current edition. All rates are in pounds per acre.
' January 1 - December 31
80# Kentucky Fescue 31
' 50# Wilmington Bahiagrass
1000# 10-10-10 Fertilizer
4000# Lime
Between May 1 and August 31, add 25# per acre of Kobe or Korean Lespedeza
901-2.2 SEED. The kinds of grass, legume, and cover-crop seed furnished shall be
those stipulated above. Seed shall conform to the requirements of Fed. Spec.
JJJ-S-181.
Seed shall be furnished separately or in mixtures in standard containers with the seed
name, lot number, net weight, percentages of purity and of germination and hard seed,
' and percentage of maximum weed seed content clearly marked for each kind of seed.
The Contractor shall furnish the Engineer duplicate signed copies of a statement by the
vendor certifying testing within 6 months of date of delivery. This statement shall
' include: name and address of laboratory, date of test, lot number for each kind of seed,
and the results of test as to name, percentages of purity and of germination, and
percentage of weed content for each kind of seed.
' 901-2.3 LIME. Lime shall be ground limestone containing not less than °
85 /° of total
carbonates, and shall be ground to such fineness that 90% will pass through a No. 20
T-901-1

' mesh sieve and 50% will pass through a No. 100 mesh sieve. Coarser material will be
acceptable, providing the rates of application are increased to provide not less than the
' minimum quantities and depth specified in the special provisions on the basis of the two
sieve requirements above. Dolomitic lime or a high magnesium lime shall contain at
least 10% of magnesium oxide. All liming materials shall conform to the requirements
' of ASTM C 602.
901-2.4 FERTILIZER. Fertilizer, if specified, shall be standard commercial fertilizers
supplied separately or in mixtures containing the percentages of total nitrogen, available
phosphoric acid, and water-soluble potash. They shall be applied at the rate and to the
depth specified herein and shall meet the specified requirements of Federal
Specification 0-F-241 and the applicable State and Federal laws. They shall be
furnished in standard containers with name, weight, and guaranteed analysis of
contents clearly marked thereon. No cyanamide compounds or hydrated lime shall be
' permitted in mixed fertilizers.
The fertilizers may be supplied in one of the following forms:
' A. A dry, free-flowing fertilizer suitable for application by a common fertilizer
spreader;
' B. A finely-ground fertilizer soluble in water, suitable for application by power
sprayers; or,
C. A granular or pellet form suitable for application by blower equipment
' 901-2.5 SOIL FOR REPAIRS. The soil for fill and topsoiling of areas to be repaired
shall be at least of equal quality to that which exists in areas adjacent to the area to be
repaired. The soil shall be relatively free from large stones, roots, stumps, or other
' materials that will interfere with subsequent sowing of seed, compacting, and
establishing turf, and shall be approved by the Engineer before being placed.
CONSTRUCTION METHODS
901-3.1 ADVANCE PREPARATION AND CLEANUP. After grading or clearing and
' grubbing of areas has been completed and before applying fertilizer and ground
limestone, areas to be seeded shall be raked or otherwise cleared of stones larger than
2 inches in any diameter, sticks, stumps, and other debris which might interfere with
' sowing of seed, growth of grasses, or subsequent maintenance of grass-covered areas.
If any damage by erosion or other causes has occurred after the completion of grading
and before beginning the application of fertilizer and ground limestone, the Contractor
' shall repair such damage. This may include filling gullies, smoothing irregularities, and
repairing other incidental damage.
T-901-2

' An area to be seeded shall be considered a satisfactory seedbed without additional
treatment if it has recently been thoroughly loosened and worked to a depth of not less
' than 5 inches as a result of grading operations and, if immediately prior to seeding, the
top 3 inches of soil is loose, friable, reasonably free from large clods, rocks, large roots,
or other undesirable matter, and if shaped to the required grade.
' However, when the area to be seeded is sparsely sodded, weedy, barren and
unworked, or packed and hard, any grass and weeds shall first be cut or otherwise
' loosened to a depth not less than 5 inches. Clods shall be broken and the top 3 inches
of soil shall be worked into a satisfactory seedbed by discing, or by use of cultipackers,
rollers, drags, harrows, or other appropriate means.
The Contractor shall be required to perform seeding work on each area immediately
upon completion of the grading operations as directed by the Engineer.
901-3.2 DRY APPLICATION METHOD
' A. Liminq. Four thousand pounds (4000#) of ground limestone shall be applied
separately and prior to the application of any fertilizer or seed and only on
seedbeds which have previously been prepared as described above. The lime
' shall then be worked into the top 3 inches of soil after which the seedbed shall
again be properly graded and dressed to a smooth finish.
B. Fertilizing. Following advance preparations and cleanup, one thousand pounds
(1000#) of 10-10-10 commercial fertilizer shall be applied per acre. The fertilizer
shall be spread uniformly over all areas to be seeded. Superphosphate, 20%
analysis shall be furnished.
C. Seeding. Grass seed shall be sown at the rate specified on the plans or in the
' special provisions immediately after fertilizing, and the fertilizer and seed shall be
raked within the depth range stated in the special provisions. Seeds of legumes,
either alone or in mixtures, shall be inoculated before mixing or sowing, in
' accordance with the instructions of the manufacturer of the inoculant. When
seeding is required at other than the seasons shown on the plans or in the
special provisions, a cover crop shall be sown by the same methods required for
' grass and legume seeding.
D. Rolling. After the seed has been properly covered, the seedbed shall be
' immediately compacted by means of an approved lawn roller, weighing 40 to 65
pounds per foot of width for clay soil (or any soil having a tendency to pack), and
weighing 150 to 200 pounds per foot of width for sandy or light soils.
' T-901-3
901-3.3 WET APPLICATION METHOD.
' A. General. The Contractor may elect to apply seed and fertilizer (and lime, if
required) by spraying them on the previously prepared seedbed in the form of an
aqueous mixture and by using the methods and equipment described herein.
' The rates of application shall be as specified in the special provisions.
B. Spraying Equipment. The spraying equipment shall have a container or water
tank equipped with a liquid level gauge calibrated to read in increments not larger
' than 50 gallons over the entire range of the tank capacity, mounted so as to be
visible to the nozzle operator. The container or tank shall also be equipped with
a mechanical power-driven agitator capable of keeping all the solids in the
mixture in complete suspension at all times until used.
The unit shall also be equipped with a pressure pump capable of delivering 100
gallons per minute at a pressure of 100 pounds per square inch. The pump shall
be mounted in a line which will recirculate the mixture through the tank whenever
' it is not being sprayed from the nozzle. All pump passages and pipe lines shall
be capable of providing clearance for 5/8 inch solids. The power unit for the
pump and agitator shall have controls mounted so as to be accessible to the
nozzle operator. There shall be an indicating pressure gauge connected and
mounted immediately at the back of the nozzle.
' The nozzle pipe shall be mounted on an elevated supporting stand in such a
manner that it can be rotated through 360 degrees horizontally and inclined
vertically from at least 20 degrees below to at least 60 degrees above the
horizontal. There shall be a quick-acting, three-way control valve connecting the
recirculating line to the nozzle pipe and mounted so that the nozzle operator can
control and regulate the amount of flow of moisture delivered to the nozzle. At
' least three different types of nozzles shall be supplied so that mixtures may be
properly sprayed over distance varying form medium-range ribbon nozzle, and
one a long-range jet nozzle. For case of removal and cleaning, all nozzles shall
' be connected to the pipe by means of quick-release couplings.
In order to reach areas inaccessible to the regular equipment, an extension hose
' at least 50 feet in length shall be provided to which the nozzles may be
connected.
C. Mixtures. Lime, if required, shall be applied separately, in the quantity specified,
prior to the fertilizing and seeding operations. No more than 220 pounds of lime
shall be added to and mixed with each 100 gallons of water. Seed and fertilizer
shall be mixed together in the relative proportions specified, but not more than a
total of 220 pounds of these combined solids shall be added to and mixed with
each 100 gallons of water.
All water used shall be obtained from fresh water sources and shall be free from
' injurious chemicals and other toxic substances harmful to plant life. Brackish
water shall not be used at any time. The Contractor shall identify to the Engineer
all sources of water at least 2 weeks prior to use. The Engineer may take
' samples of the water at the source or from the tank at any time and have a
laboratory test the samples for chemical and saline content. The Contractor shall
not use any water from any source which is disapproved by the Engineer
' following such tests.
All mixtures shall be constantly agitated from the time they are mixed until they
A are finally applied to the seedbed. All such mixtures shall be used within 2 hours
from the time they were mixed or they shall be wasted and disposed of at
locations acceptable to the Engineer.
' D. Spraying. Lime, if required, shall be sprayed only upon previously prepared
seedbeds. After the applied lime mixture has dried, the lime shall be worked into
the top 3 inches, after which the seedbed shall again be properly graded and
dressed to a smooth finish.
' Mixtures of seed and fertilizer shall only be sprayed upon previously prepared
seedbeds on which the lime, if required, shall already have been worked in. The
mixtures shall be applied by means of high-pressure spray which shall always be
directed upward into the air so that the mixtures will fall to the ground like rain in
a uniform spray. Nozzles or sprays shall never be directed toward the ground in
such a manner as might produce erosion or runoff.
Particular care shall be exercised to insure that the application is made uniformly
and at the prescribed rate and to guard against misses and overlapped areas.
Proper predetermined quantities of the mixture in accordance with specification
shall be used to cover specified sections of known area. Checks on the rate and
uniformity of application may be made by observing the degree of wetting of the
ground or by distributing test sheets of paper or pans over the area at intervals
and observing the quantity of material deposited thereon.
On surfaces which are to be mulched as indicated by the plans or designated by
the Engineer, seed and fertilizer applied by the spray method need not be raked
into the soil or rolled. However, on surfaces. on which mulch is not to be used,
the raking and rolling operations will be required after the soil has dried.
901-3.4 MAINTENANCE OF SEEDED AREAS. The Contractor shall protect seeded
areas against traffic or other use by warning signs or barricades, as approved by the
Engineer. Surfaces gullied or otherwise damaged following seeding shall be repaired
by regrading and reseeding as directed. The Contractor shall mow, water as directed,
T-901-5
' and otherwise maintain seeded areas in a satisfactory condition until final inspection
and acceptance of the work.
' When either the dry or wet application method outlined above is used for work done out
of season, it will be required that the Contractor establish a good stand of grass of
' uniform color and density to the satisfaction of the Engineer. If at the time when the
contract has been otherwise completed it is not possible to make an adequate
determination of the color, density, and uniformity of such stand of grass, payment for
' the unaccepted portions of the areas seeded out of season will be withheld until such
time as these requirements have been met.
METHOD OF MEASUREMENT
901-4.1 The quantity of seeding to be paid for shall be the number of acres measured
' on the ground surface, completed and accepted.
BASIS OF PAYMENT
' 901-5.1 The quantity of seeding, determined as provided above, will be paid for at the
contract unit price per acre, or fraction thereof, for the pay item listed below, which price
' and payment shall be full compensation for furnishing and placing all material and for all
labor, equipment, tools, and incidentals necessary to complete the work prescribed in
this item.
' Payment will be made under:
Item T-901 Seeding ..................................................................... per acre
' MATERIAL REQUIREMENTS
ASTM C 602 Agricultural Liming Materials
ASTM D 977 Emulsified Asphalt
Fed. Spec. JJJ-S0181 B Agricultural Seeds
Fed Spec. O-F-241 D
END OF ITEM T-901
Commercial Mixed Fertilizer
T-901-6
1
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ITEM T-905
TOPSOILING
DESCRIPTION
905-1.1 This item shall consist of preparing the ground surface for topsoil application,
removing topsoil from onsite areas to be stripped and graded or from existing onsite
stockpiles when designated or from approved sources off airport property, stockpiling
when required, and placing and spreading the topsoil on prepared areas in accordance
with this specification at the locations shown on the plans or as directed by the
Engineer.
MATERIALS
905-2.1 TOPSOIL. Topsoil shall be the surface layer of soil with no admixture of
refuse or any material toxic to plant growth, and it shall be reasonably free from subsoil,
stumps, roots, brush, stones (one inch or more in diameter), clay lumps, or similar
objects. Brush and other vegetation which will not be incorporated with the soil during
handling operations shall be cut and removed. Ordinary sods and herbaceous growth
such as grass and weeds are not to be removed but shall be thoroughly broken up and
intermixed with the soil during handling operations. The topsoil or soil mixture, unless
otherwise specified or approved, shall have the following composition.
905-2.2 COMPOSITION. Onsite and offsite topsoil as needed shall contain at least
3% and not more than 20% organic matter as determined by the Organic Carbon, 6A,
Chemical Analysis Method described in USDA Soil Survey Investigations Report No. 1.
The mixture shall have a pH level between 5.5 and 7.6. All topsoil will be subject to
inspection during the planting period and any material which does not meet the
specifications will be rejected.
Natural topsoil may be amended by the Contractor with approved materials and
methods to meet the above specifications at no additional cost to the Owner.
CONSTRUCTION METHODS
905-3.1 GENERAL. Suitable equipment necessary for proper preparation and
treatment of the ground surface, stripping of topsoil, and handling and placing of all
required materials shall be on hand, in good condition, and approved by the Engineer
before the various operations are started.
905-3.2 PREPARING THE GROUND SURFACE Immediately prior to dumping and
spreading the topsoil on any area, the surface shall be loosened by discs or spike tooth
harrows, or by other means approved by the Engineer, to a minimum depth of 2 inches
T-905-1
' to facilitate bonding of the topsoil to the covered subgrade soil. The surface of the area
to be topsoiled shall be cleared of all stones larger than 2 inches in any diameter and all
litter and other material which may be detrimental to proper bonding, the rise of capillary
moisture, or the proper growth of the desired planting.
Grades on the areas to be topsoiled shall be as indicated on the plans and shall be
maintained in a true and even condition. Where grades have not been established, the
areas shall be smooth graded and the surface left at suitable grades in an even and
' properly compacted condition to prevent, insofar as practical, the formation of low
places or pockets where water will stand.
905-3.3 OBTAINING TOPSOIL. Suitable topsoil shall be secured from onsite
stripping or grading work. The Contractor shall notify the Engineer sufficiently in
advance of operations in order that necessary measurements and tests can be made.
Prior to the stripping of topsoil from approved areas, any vegetation, briers, stumps,
large roots, rubbish, or stones found on such areas, which may interfere with
' subsequent operations, shall be removed using methods approved by the Engineer.
Heavy sod or other cover which cannot be incorporated into the topsoil by discing or
other means shall be removed.
' The Contractor shall remove the topsoil to the depths as directed by the Engineer. The
topsoil shall be hauled to the site of the work and spread on areas already tilled and
smooth graded, or stockpiled in areas approved by Engineer. Stockpile areas must be
clear of runway and taxiway safety areas. Any topsoil temporarily stockpiled by the
Contractor shall be rehandled and placed without additional compensation. The sites of
' all stockpiles and areas adjacent thereto which have been disturbed by the Contractor
shall be graded if required and put into a condition acceptable for seeding.
' The Contractor shall install all erosion control measures (such as silt fence, inlet
protection, diversion ditches, sedimentation ponds, etc.) prior to stripping any area on
the project site.
' 905-3.4 PLACING TOPSOIL. The topsoil shall be evenly spread read on the prepared
areas to a uniform depth of not less than 3 inches after compaction, unless otherwise
shown on the plans or approved by the Engineer. The Engineer will perform at least
two depth checks per acre of topsoil placed. The Contractor shall rework any areas
where topsoil depths are found to be less than specified thickness at no additional cost
' to the Owner. Spreading shall not be done when the ground or topsoil is frozen,
excessively wet, or otherwise in a condition detrimental to the work. Spreading shall be
carried on so that turfing operations can proceed with a minimum of soil preparation or
tilling.
After spreading, any large, stiff clods and hard lumps shall be broken with a pulverizer
' T-905-2
or by other effective means, and all stones or rocks (one inch or more in diameter),
roots, litter, or any foreign matter shall be raked up and disposed of by the Contractor.
After spreading is completed, the topsoil shall be satisfactorily compacted by rolling with
a cultipacker or by other means approved by the Engineer. The compacted topsoil
surface shall conform to the required lines, grades, and cross sections. Any topsoil or
other dirt falling upon pavements as a result of hauling or handling operations shall be
promptly removed.
' METHOD OF MEASUREMENT
905-4.1 Topsoil shall be measured by the number of cubic yards in its final position.
The topsoil depth measurement to be used in computing topsoil volume on finished
slopes shall not exceed the specified depth.
BASIS OF PAYMENT
905-5.1 Payment will be made at the contract unit price per cubic yard for topsoil in-
place , complete and accepted. This price shall be full compensation for furnishing all
materials and for all preparation, hauling, stockpiling, rehandling, placing, and spreading
of the materials, and for all labor, equipment, tools, and incidentals necessary to
complete the item.
Payment will be made under:
T-905 Topsoil ........................................................................ per cubic yard
END OF ITEM T-905
T-905-3
' ITEM T-908
' MULCHING
DESCRIPTION
' 908-1.1 This item shall consist of furnishing, hauling, placing, and securing mulch on
surfaces indicated on the plans or designated by the Engineer.
' MATERIALS
908-2.1 MULCH MATERIAL. Acceptable mulch shall be the materials listed below or
any approved locally available material that is similar to those specified. Low grade,
musty, spoiled, partially rotted hay, straw, or other materials unfit for animal
' consumption will be acceptable. Mulch materials, which contain matured seed of
species which would volunteer and be detrimental to the proposed overseeding, or to
surround farm land, will not be acceptable. Straw or other mulch material which is fresh
' and/or excessively brittle, or which is in such an advanced stage of decomposition as to
smother or retard the planted grass, will not be acceptable.
IA. Straw. Straw shall be the threshed plant residue of oats, wheat, barley, rye, or
rice from which grain has been removed.
B. Asphalt Binder. Asphalt binder material shall conform to the requirements of
ASTM D 977, Type SS-1 or RS-1, as appropriate.
' 908-2.2 INSPECTION. Within 5 days after acceptance of the bid, the Engineer shall
be notified of sources and quantities of mulch materials available and the Contractor
shall furnish him with representative samples of the materials to be used. These
' samples may be used as standards with the approval of the Engineer and any materials
brought on the site which do not meet these standards shall be rejected.
CONSTRUCTION METHODS
908-3.1 MULCHING. Before spreading mulch, all large clods, stumps, stones, brush,
roots, and other foreign material shall be removed from the area to be mulched. Mulch
shall be applied immediately after seeding. The spreading of the mulch may be by hand
methods, blower, or other mechanical methods, provided a uniform covering is
obtained.
Mulch material shall be furnished, hauled, and evenly applied on the area shown on the
plans or designated by the Engineer. Straw shall be spread over the surface to a
uniform thickness at the rate of 2 to 3 tons per acre to provide a loose depth of not less
than 1-1/2 inches nor more than 3 inches. Other organic material shall be spread at the
T-908-1
' rate directed by the Engineer. Mulch may be blown on the slopes and the use of cutters
in the equipment for this purpose will be permitted to the extent that at least 95% of the
' mulch in place on the slope shall be 6 inches or more in length. When mulches applied
by the blowing method are cut, the loose depth in place shall be not less than 1 inch nor
more than 2 inches.
' 908-3.2 SECURING MULCH. The mulch shall be held in place by light discing, pins,
stakes, wire mesh, asphalt binder, or other adhesive material approved by the Engineer.
' Where mulches have been secured by either of the asphalt binder methods, it will not
be permissible to walk on the slopes after the binder has been applied. The Contractor
is warned that in the application of asphalt binder material he must take every
precaution to guard against damaging or disfiguring structures or property on or
adjacent to the areas worked and that he will be held responsible for any such damage
resulting from his operations.
' If the "Peg and String" method is used, the mulch shall be secured by the use of stakes
or wire pins driven into the ground on 5-foot centers or less. Binder twine shall be
' strung between adjacent stakes in straight lines and crisscrossed diagonally over the
mulch, after which the stakes shall be firmly driven nearly flush to the ground to draw
the twine down tight onto the mulch.
908-3.3 CARE AND REPAIR.
' A. The Contractor shall care for the mulched areas until final acceptance of the
project. Such care shall consist of providing protection against traffic or other use
by placing warning signs, as approved by the Engineer, and erecting any
' barricades that may be shown on the plans before or immediately after mulching
has been completed on the designated areas.
' B. The Contractor shall be required to repair or replace any mulching that is
defective or becomes damaged until the project is finally accepted. When, in the
judgment of the Engineer, such defects or damages are the result of poor
workmanship or failure to meet the requirements of the specifications, the cost of
the necessary repairs or replacement shall be borne by the Contractor.
However, once the Contractor has completed the mulching of any area in
accordance with the provisions of the specifications and to the satisfaction of the
Engineer, no additional work at his expense will be required, but subsequent
repairs and replacements deemed necessary by the Engineer shall be made by
the Contractor and will be paid for as additional or extra work.
C. If the Asphalt Spray method is used, all mulched surfaces shall be sprayed with
asphalt binder material so that the surface has a uniform appearance. The binder
shall be uniformly applied to the mulch at the rate of approximately 8.0 gallons
per 1,000 square feet, or as directed by the Engineer, with a minimum of 6.0
T-908-2
gallons and a maximum of 10 gallons per 1,000 square feet depending on the
type of mulch and the effectiveness of the binder securing it. Bituminous binder
material may be sprayed on the mulched slope areas from either the top or the
bottom of the slope. An approved spray nozzle shall be used. The nozzle shall
be operated at a distance of not less than 4 feet from the surface of the mulch
and uniform distribution of the bituminous material shall be required. A pump or
an air compressor of adequate capacity shall be used to insure uniform
distribution of the bituminous material.
D. If the Asphalt Mix method is used, the mulch shall be applied by blowing, and the
asphalt binder material shall be sprayed into the mulch as it leaves the blower.
The binder shall be uniformly applied to the mulch at the rate of approximately
8.0 gallons per 1,000 square feet or as directed by the Engineer, with a minimum
of 6.0 gallons and a maximum of 10 gallons per 1,000 square feet depending on
the type of mulch and the effectiveness of the binder securing it.
METHOD OF MEASUREMENT
908-4.1 Mulching shall be measured in acres on the basis of the actual surface area
acceptably mulched.
BASIS OF PAYMENT
908-5.1 Payment will be made at the contract unit price per acre for mulching. This
price shall be full compensation for furnishing all materials and for placing and
anchoring the materials, and for all labor, equipment, tools, and incidentals necessary to
complete the item.
Payment will be made under:
Item T-908 Mulching ....................................................................per acre
MATERIAL REQUIREMENTS
ASTM D 977 Emulsified Asphalt
END OF ITEM T-908
T-908-3